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PRESENTER : IRWAN HADI BIN IBRAHIM

KEMENTERIAN KESEJAHTERAAN BANDAR,

PERUMAHAN & KERAJAAN TEMPATAN

DATE : 27 APRIL 2016

VENUE : I-KPKT

BENGKEL PENENTUAN KAEDAH PEMBAIKAN CERUN UNTUK PIHAK

BERKUASA TEMPATAN (PBT)

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SOIL INVESTIGATION

Excavation & Boreholes

Test Pits/Trenching

Shallow Boring

Hand Augering

Deep Boring

Mechanical Augering

Percussion Drilling

Wash Boring

Rotary Drilling

Sounding Tests

JKR/Mackintosh Probe

Cone Penetration Test

Geophysical Survey

Seismic Resistivity

1) To establish the general nature of the strata below at site

2) To obtain samples for laboratory testing3) To allow in situ tests to be carried out

4) To install instruments such as piezometers

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aims to achieve the following objectives :- To obtain general subsoil profile for estimation of earthwork- Preliminary or confirmation of layout and formation level- Preliminary soil parameters and water level/table- For conceptual designs and preliminary cost and time estimates

usually carry out after optimum layout has been selected and confirmed.aims to achieve the following objectives :- Plan for critical areas of concern- Refine subsoil profile- Obtain necessary soil parameters for detailed design of foundations- At areas with difficult ground conditions (e.g. very soft soils, etc.)- Major fill or cut areas that are more critical- Locations with structures (e.g. retaining walls, areas with large loadings, etc.)

Stage 1 : Preliminary S.I.

Stage 2 : Detailed S.I.

BOREHOLE & EXCAVATION

DEEP BORING

MECHANICAL AUGERING

PERCUSSION DRILLING

WASH BORING

ROTARY DRILLING

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The auger is held vertically and

is driven into the ground by

rotating its handle by applying

leverage. The auger is pressed

down during the process of

rotation. At every 30 cm of

depth penetrated, the auger is

taken out and the samples of

the soils are collected

separately for examination.

This method can be

conveniently used for soil

penetration up to 15 m depth.

MECHANICAL AUGER

This method consists of

breaking up of the sub-strata

by repeated blows from a bit

or chisel. The material thus

pulverized is converted into

slurry by pouring water in the

bore. At intervals the slurry is

bailed out of the hole and

dried for examination. This

method can be adopted in

soil and rocks having

boulders.

PERCUSSION BORING

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Wash boring consists of

simultaneous drilling and

jetting action. A hole is bored

through a casing by using a

drilling bit.

Jetting action is accomplished

by pumping water downward

through the drilling bit to soften

the soil. Samples taken using

the wash boring method are

disturbed samples.

WASH BORING

ROTARY DRILLING

Rotary drilling is used to form a deep observation borehole or for obtaining representative samples of rock which could not be recovered using cable percussion. The drilling method involves a powered rotary cutting head on the end of a shaft, which is driven into the ground as it rotates. The system requires lubrication such as water to make the drilling pit easy to rotating into the ground and keep it cool.

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OBJECTIVES�To determine the sub-surface profile,�To obtain SPT –N value�To obtain the soil & rock samples – disturbed, undisturbed samples & rock coring

Advantages Disadvantages• Most rock formations can be

drilled• Water and mud supports unstable

formations• Fast• Operation is possible above and

below the water-table• Possible to drill to depths of over

40 meters

• Requires capital expenditure in equipment.

• Water is required for pumping.• There can be problems with

boulders.• Rig requires careful operation and

maintenance.

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Info

rmat

ion

In

De

ep

Bo

rin

g L

og

No. Element No. Element

1 Project 19 Depth

2 Client 20 Number of Sample

3 Consultant 21 (SPT Test), Blows/cm

4 Reduced Level (Existing Ground Level)

22 Vane Shear Test (VS), Undisturbed/Remoulded

5 Borehole Number 23 Rock, %RQD/%TCR

6 Sheet Number 24 Remarks

7 Chainage 25 RQD(%) Calculation

8 Coordinate 26 Legend

9 Logged by 27 Undisturbed Sample (UD)

10 Drilled by 28 Disturbed Sample (D)

11 Starting Date 29 Mazier Sample (MS)

12 Finish Date 30 Core Sample (C)

13 Weather 31 Standard Penetration Test (N)

14 Type Of Drill 32 Pressuremeter Test (PMT)

15 Soil Description 33 Recovery Ratio (R/r)

16 Ground Water Level (G.W.L) 34 Signature (Certified by)

17 Graphic Log 35 SPT plot

18 Job No

No. Element No. Element

1Reduced Level (Existing Ground Level)

8 Recovery Ratio (R/r)

2 Borehole Number 9 Rock, %RQD/%TCR

3 Weather 10 Undisturbed Sample (UD)

4 Number of Sample 11 Disturbed Sample (D)

5 Soil Description 12 Mazier Sample (MS)

6 Ground Water Level (G.W.L) 13 Core Sample (C)

7 Depth 14 Standard Penetration Test (N)

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Cohesive soil Non cohesive soil

0-2 Very soft 0-4 Very loose

2-4 Soft 4-10 Loose

4-8 Firm 10-30 Medium dense

8-15 Stiff 30-50 Dense

15-30 Very stiff > Very dense

> 30 Hard

SPT N-Value

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Graphic Log

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Hammer –

63.5Kg

76cm

anvil

�To determine the SPT N value�To provide information on the geotechnical

engineering properties of soil.�To provide an indication of the relative density of

granular deposits, such as sands and gravels�The test procedure is described in the British

Standard

Standard Penetration Test (SPT)

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• Maximum depth of penetration is 450mm

• The blows will be counted on every 75mm until it reach 450mm or 50 blows

• The blows represent hardness of soil.

63.5kg

76cm free

fall drop

75mm

450mm

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Advantages Disadvantages

-Relatively quick and simpleto perform-Provides a representativesoil sample-Provides useful index of relative strength and compressibility of the soil.-Able to penetrate denselayers, gravel, and fill

-The SPT does not typically provide continuous data (e.g. 5 ft. intervals), therefore important datasuch as weak seams may be missed

- Limited applicability togravels, cobbles boulders

- Samples that are obtainedfrom the SPT aredisturbed

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1) The number of hammer blows is counted.

2) The number required to drive the sampler three successive 150mm increments is recorded.

3) The first increment (0-150mm) is not included in the N value as it is assumed that the top of the test area has been disturbed by the drilling process.

4) The SPT N is the number of blows required to achieve penetration from 150-450mm.

Seating

Drive

Test

Drive

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N = 50 x 300 mm

Penetration Length

Example Calculation

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How to Obtain ?

SAMPLE

Disturbed

- Split Spoon

Undisturbed

-Thin Wall- Mazier

Coring

• Disturbed sample is taken when the SPT is carried out.

• The sample is used for testing, such as Particle Size Distribution, Atterberg Limit, Density Test.

• SPT is known as Standard Penetration Test. The value of SPT show the hardness of the soil. SPT reading start form 0 – 50 blows (very soft – hard).

• These value is obtained from the blows produced by a hammer pounding a rod to penetrate the soil layer.

• The maximum depth of penetration is 450mm.

• The termination of SPT is when it reached maximum depth 450mm or 50 blows.

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• The SPT is taken using split spoon.

• The length of split spoon in 450mm.

• Inner diameter (35mm), outer diameter (50mm)

• The sample inside split spoon known as disturbed sample.

450mm

75mm

63.5kg

76cm free

fall drop

Split Spoon

450mm Split Spoon

Disturbed Sample

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• Undisturbed sample is taken based on engineer/site officer instruction. Usually it is taken when the hardness of soil is changing from one level to another level.

• Type of test for undisturbed sample is

– One-Dimensional Test

– Consolidated Undrained Test

– Unconsolidated Undrained Test.

• There are 2 types of sampling method for Undisturbed sample :-– Thin-Wall Tube

– Mazier

– Thin-Wall Tube• Undisturbed sample is taken using stainless steel casing.

There are 2 types of casing, U2(1meter length) and U3(500cm).

• These casing will be push inside the drilling hole using hydraulic or pounded with hammer to obtain a sample.

• After that, the sample will be sealed to prevent changes of soil properties.

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These sides will be sealed to

prevent loss of moisture content

The tube will be pushed

down to obtain the

sample.

500mm

– MazierThis technology takes large diameter (101 mm) core samples in 1,2m

length pieces.

i ) Using triple wall core barrel permits removal of the sample as it is taken from the ground, guaranteed the 'in situ condition of the core. Thats why these samples in addition good for large diameter geotechical laboratory tests beyond geological purposes.

ii) The third, inner tube made of plastic and continuously cover the sample.

iii) The Wire Line system allows that only the core barrel (second and third tubes) have pulled out to the surface after 1,2 m core drilling, while the outer tube (the first) works as a casing.

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1.5m

1m Pipe Culvert

• Coring is done when SPT encounter the rock layer.

• Length of coring is 1.5m. The technique is different from disturbed and undisturbed sample. It use a different casing.

• The casing have its own bit to drill the rock.

• From the obtained result, the quality of the rock can be determine, which is also known as RQD.

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Coring BitExtrusion of Coring Sample

from Casing

Coring Sample Coring Sample

EXAMPLE CALCULATION

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From the RQD index the rock mass can be classified as follows:

RQD Rock mass quality

<25% very poor

25-50% poor

50-75% fair

75-90% good

90-100% excellent

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Try this….

150cm

< 10cmNIL 40cm

< 10cm

28cm15cm10cm

Calculate the RQD value of this sample?????

Answers

RQD = RQD = RQD = RQD = 28+40+15+1028+40+15+1028+40+15+1028+40+15+10 x 100x 100x 100x 100150150150150

= = = = 93 93 93 93 x 100x 100x 100x 100150150150150

=62%, Rock mass quality = fair=62%, Rock mass quality = fair=62%, Rock mass quality = fair=62%, Rock mass quality = fair

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SOIL INVESTIGATION

SOUNDING TESTS

JKR / MACKINTOSH PROBE TEST

CONE PENETRATION

TEST

�Obtaining rough characteristics of surface conditions

�Preliminary tool to locate weak spots

�Can be used to determine the thickness of unsuitable

material to be removed and also for preliminary

design of embankments.

�Record no. of blows/ft. then correlate to established

chart to determine bearing capacity of soil.

�To check the consistency of the subsoil

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28cm

Hammer – 5Kg

Rod – 1.2m

Cone

WHAT ARE THE DIFFERENT

BETWEEN JKR PROBE

AND MACKINTOSH

PROBE??

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Table compares the JKR and Mackintosh Probes

DIAMETER OF WEIGHT OF HEIGHT OFANGLE DIAMETER (mm) ROD (mm) HAMMER (Kg) FALL (cm)

60° 25 12 5 28

30° 25 13 4.5 30MACKINTOSH

PENETROMETERTYPE OF CONE

JKR

For practical application :� Results of JKR Probe and Mackintosh Probe can be taken as equivalent.�JKR Probe created as equivalent to Mackintosh Probe as Mackintosh Probe is

patented in the early days.

Termination criteria� Blows/ 300mm (maximum 400 blows/

300mm) � Recommended depth, 15 meters

Precautionary measures �Free fall and consistent drop height �Components and apparatus properly washed

and oiled

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�Drop height less than 300mm resulting higher Blow counts

�Exerting force onto the hammer resulting in Lower blow count

�Penetration depth not marked correctly

�Wrong counting

�Driving bent rod giving more blow counts

�Unable to penetrate hard layers and problems may arise when these hard layers are underlain by softer layers

�Unable to penetrate deeply into medium strength material and gravelly ground

�Not suitable to used in stony ground - pointer and rods would damaged

�Probing at great depth in the soft soil - wall may collapse; side friction on the rod is measured together with the resistance - results misleading

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PROF. CHIN FUNG KEE

• N= 0.091(M) + 1.8• N= SPT

• M = MP BLOWS

SOIL INVESTIGATION

GEOPHYSICAL SURVEY

SEISMIC REFRACTION

RESISTIVITY SURVEY

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• Seismic waves are waves of energy that— through the earth, for example as a result of an earthquake, explosion or some other process that impacted ground.

• Waves that travel into the ground were reflected and refracted back to surface and in use for living adaptation.

Adaptation usage of

seismicExploration of

archaeological

artifacts

Exploration minerals

(gold, copper, metal,

oil, etc)

Groundwater

exploration

Geotechnical

engineering purposes

Environmental

Geological &

Engineering research

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• Three type of seismic wave that travel into ground1. Direct Wave

2. Reflected Wave

3. Refracted Wave

� In a seismic refraction study, refraction

waves are to be use for interpretation.

� Seismic refraction provide clear

differentiation of rock and soil boundary

1. ACTIVE

– Waves that generated by source (Sledge Hammer, explosive, etc)

2. PASSIVE

– Waves that generated from surrounding environment

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• Survey• To determine and mark location of source and receiver

• Source• Generate to released/produced energy(wave)• Examples: Hammer, vibroseis, explosive (dynamite)

• Geophones• Detect seismic wave

• Seismograph• Record and measure motions of the ground, including

seismic wave.

Seismic study consist of :

• A seismic line consist of a series of 24 geophones with 12 on either side of geophones channel.

• The geophones are laid down about 5m length to each others under sub-surface.

• Shots will be performed about 7 times using sledgehammer which are divided into far shots for 2 times, end shots for 2 times ,intermediate shots for to 2 times and 1 for middle shot.

• Each of geophones will received signal/seismic wave that produced by sledgehammer(shot) and its recorded in the seismograph.

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Far Shot

End Shot

Intermediate

Shot

Middle

Shot End Shot

Far ShotIntermediate

Shot

5 meter

20 meter

Seismograf

Principle of Seismic Survey

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Shooter using the sledgehammer

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Signal/wave will be produced

and . . .

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…refraction occurs and detected by

geophones.

…lastly its recorded by seismograph

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Geophone Geophone5 meter

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What kind of equipment used in a seismic survey?

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• Can detect both lateral and depth variations in a physically relevant parameter.

• Can produce detail images of structural features present in the subsurface.

• Can be use to delineate stratigraphic and depositional features.

• Amount of data collected in a survey can rapidly become overwhelming.

• Data is expensive to acquire and the logistics of data acquisition are more intense than other geophysical methods.

• Data reduction and processing can be time consuming, require sophisticated computer hardware, and demand considerable expertise.

• Direct detection of common contaminants present at levels commonly seen in hazardous waste spills is not possible.

• A low density layer underneath a high density layer could interfere the velocity value detected in a seismograph.

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SOIL INVESTIGATION

GEOPHYSICAL SURVEY

SEISMIC REFRACTION

RESISTIVITY SURVEY

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• The purpose of resistivity survey is todetermine the resistance rate underneaththe earth surface.

• The soil resistivity is related to numerousgeological parameter such as amount ofliquid and mineral content, porosity anddegree of water saturation in the rock.

• This survey have been used for manydecades in hydrogeological, soilinvestigation and mining as well.

• The measurement of the resistance rate ofsubsurface is using the Wenner concept.

• Basically, this concept is using 4 electrodes atthe same time to get resistivity value.

• The measurement of resistance are normallymade by allowing the current flow throughsubsurface. The flowing current is then beingmeasured. From the current and voltagevalue, resistivity can calculated.

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FORMULA :

V = IR

Where V = Voltan (V)

I = Current (A)

R = Resistance (Ohm)

1.The electrode embedded about 10cm in soil.

2.Each of electrode is located 5 meter each

other and connected through cable to the

selector. The selector is connected to

resistivity meter.

3.The selector act as controller to these four

electrode, known as C1,P1, P2, C2

4.Current will flow from C1 to C2.

5.The function of electrode P1 & P2 is to determine

the resistance produce by the soil

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C1

P1

C2

P2

Electric Current

Electrodes

Ground Level

10 cm embedded in

soil

5 meter between each

other.

Resistivity Meter

Selector

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• Resistance is inversely with current• The lower resistance value, the higher amount of

current flow through it.• Water is a bad conductor, but, the underground

water is the best electrical conductor.• This is because the underground water contain

dissolved minerals. • These mineral make underground water the best

conductor.• The lower reading of resistance show that the area is

saturated.• Meanwhile, a higher reading of resistance means the

layer is dry and hard.

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Contoh Keputusan

EXAMPLE OF 3D RESISTIVITY MODELING

•Resistivity Survey Lines,

•3D Resistivity Modeling

•Site Photos

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Location of resistivity survey lines and boreholes

L1L2

L3

L4

L5

L6

PHOTOS OF RESISTIVITY SURVEY WORKS

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Topography, resistivity lines and groundwater occurrences in

study area

3-D resistivity distribution at depth 1 meter from

ground surface

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3-D resistivity distribution at depth 3 meter from

ground surface

3-D resistivity distribution at depth 4 meter from

ground surface

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3-D resistivity distribution at depth 6 meter from

ground surface

3-D resistivity distribution at depth 10 meter from

ground surface

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Electrode

Electrode

Resistivity Meter

Cable

Non-destructive mapping technique

• The greatest advantage is it doesn't disturbs thestructure nor the function of the soil.

Temporal monitoring

• This approach is advance for monitoring the physicalchanges in soil water distribution.

Data acquisition facilities

• The improvement of computer controlled multielectrodes arrays has led to an important developmentof electrical imaging.

Large sensitivity of the measurement

• The sensitivity of the electrical resistivity measurementis spread over a wide range depending on the soilphysical properties.

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• Inclinometers are used to monitor subsurface movements and deformations. Typical applications include:

– Detecting zones of movement and establish whether movement is constant, accelerating, or responding to remedial measures.

– Checking that deformations are within design limits, that struts and anchors are performing as expected, and that adjacent buildings are not affected by ground movements.

– Verifying stability of dams, dam abutments, and upstream slopes during and after impoundment.

– Monitoring settlement profiles of embankments, foundations, and other structures (horizontal inclinometer).

• An inclinometer system has two components: (1) inclinometer casing and (2) an inclinometer measurement system.– Inclinometer casing provides access for subsurface measurements.

Grooves inside the casing control the orientation of the inclinometer sensor and provide a uniform surface for measurements.

– Inclinometer casing is usually installed in a borehole. It can also be embedded in fill, buried in a trench (horizontal inclinometers), cast into concrete, or attached to a structure.

– Portable measurement systems include a probe, cable, and readout. Portable systems are economical because they can be carried from site to site. They are accurate because the entire length of the casing is measured twice in each survey.

– The first survey establishes the initial profile of the casing. Subsequent surveys are compared to the initial. Changes in the profile indicate that movement has occurred.

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• Piezometer

– Used to measure ground water level and pressure in a system by measuring the height to which a column of the liquid rises against gravity,

– Also measures the pressure (more precisely, the piezometric head) of groundwater at a specific point.

– Installed in the borehole

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Tiltmeter• To monitor changes in the inclination of a

structure.

• Data can provide an accurate history of movement of a structure and early warning of potential structural damage.

• Typical applications include:– Monitoring rotation caused by mining, tunneling, soil

compaction, or excavation.

– Monitoring rotation of concrete dams and retaining walls.

• Tilt plates are available in ceramic or bronze. Both are dimensionally stable and weather resistant.

• The accelerometer is housed in a rugged frame with machined surfaces that facilitate accurate positioning on the tilt plate.

• The bottom surface is used with horizontally-mounted tilt plates and the side surfaces are used with vertically-mounted tilt plates

-1.00

-0.50

0.00

0.50

1.00

0 5 10 15

Dis

pla

cem

en

t (m

m/

m)

Time Elapsed (days)

TILT PLATE RESULTS FOR PLATE NO. 2

: TP2 (House No. 41)

-1.50

-1.00

-0.50

0.00

0.50

1.00

1.50

0 5 10 15

Dis

pla

cem

en

t (m

m/

m)

Time Elapsed (days)

TILT PLATE RESULTS FOR PLATE NO. 4

: TP4 (House No. 42)

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• The purpose of this test is to determine the vertical displacement of existing building or structure due to settlement, slope failure or construction activities.

• It consists of 16mm diameter steel female socket and stainless steel male threaded plug to fit into female socket.

• A precision levelling / Total station are used for the monitoring of the Building Settlement Marker.

-10.0

-8.0

-6.0

-4.0

-2.0

0.0

2.0

4.0

6.0

8.0

10.0

0 5 10 15 20 25 30 35 40 45 50 55 60

Set

tlem

ent

(mm

)

Elapsed Day

BUILDING SETTLEMENT MONITORING RESULT

BSM 1 BSM 2 BSM 3 BSM 4 BSM 5 BSM 6

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• The purpose of installing the surface settlement marker is to monitor the settlement or any movement of the ground surface.

• The surface settlement marker consist of 20mm outer diameter stainless steel rod with a length of 0.50m. The steel rod is installed 0.48m into the ground with 0.02m above the ground surface.

• A precision levelling and positioning apparatus (Survey equipment ) is used for the monitoring of the surface settlement marker.

• For more accurate result total station is used for X,Y & Z position

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-20.0

-16.0

-12.0

-8.0

-4.0

0.0

4.0

8.0

12.0

16.0

20.0

0 5 10 15 20 25 30 35 40 45 50 55 60

Set

tlem

ent

(mm

)

Elapsed Day

GROUND SETTLEMENT MONITORING ON DOUBLE-STOREY TERRACE HOUSES AT JALAN UDANG GANTUNG 2, TAMAN CUEPACS, SEGAMBUT, K.L.

GSM 1 GSM 2 GSM 3 GSM 4 GSM 5 GSM 6 GSM 7

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-20.0

-16.0

-12.0

-8.0

-4.0

0.0

4.0

8.0

12.0

16.0

20.0

0 5 10 15 20 25 30 35 40 45 50 55 60

Set

tlem

ent

(mm

)

Elapsed Day

GROUND SETTLEMENT MONITORING ON DOUBLE-STOREY TERRACE HOUSES AT JALAN UDANG GANTUNG 2, TAMAN CUEPACS, SEGAMBUT, K.L.

GSM 1 GSM 2 GSM 3 GSM 4 GSM 5 GSM 6 GSM 7

THANK YOU

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Setting up the borehole equipment at the prescribed location

Start drilling up to 1m or 1.5m interval using boring drill bit

Change the drill bit with the split spoon � take SPT �disturbed sample

Undisturbed sample and coring

Repeat the whole process for the next intervals